24 june 2010 architectural railing division los angeles ... · 24 june 2010 architectural railing...

EDWARD C. ROBISON, PE10012 Creviston Dr NWGig Harbor, WA 98329

253-858-0855/Fax 253-858-0856 [email protected]

24 June 2010Architectural Railing DivisionC.R.Laurence Co., Inc.2503 E Vernon Ave.Los Angeles, CA 90058(T) 800.421.6144(F) 800.587.7501www.crlaurence.com

SUBJ: TAPER-LOC LAMINATED™ SYSTEM DRY-GLAZELAMINATED GLASS 21.5mmGRS – GLASS RAIL SYSTEM (SI)

The Taper-Loc Laminated™ System dry-glaze with the GRS Glass Rail Systemutilizes tapered nylon plates to lock 21.5mm laminated tempered glass in analuminum extruded base shoe to anchor and support structural glass balustradeswhich support a variety of top rails and grab rails to construct guards, dividersand wind walls. The system is intended for interior and exterior weatherexposed applications and is suitable for use in all natural environments. TheTaper-Loc-Laminated™ system with the GRS may be used for residential,commercial and industrial applications. This is an engineered system designedfor the loading conditions criteria from the BS 6399-1:1999 “Barriers in and aboutbuildings- Code of practice”:

The base shoe and Taper-Loc-Laminated™ system dry-glazing or with wet-glazing with the GRS will meet or exceed the loading indicating in BS6399-1:1996Table 4 for applicable occupancy types (Types A, B, C, C1, C2, C3, D and Fpedestrian areas) when secured with appropriate anchorage for the use andsubstrate.

The Taper-Loc- Laminated™ system with the GRS system will meet or exceed allrequirement of BS 6180:1999 “Barriers in and about buildings- Code of practice”as to system performance when properly installed. The system will meet orexceed all requirements of the 2006 and 2009 International Building Codes the2007 California Building Code and Florida Building Code with 2009amendments. Aluminum components are designed in accordance with the 2000and 2005 Aluminum Design Manuals. Stainless steel components are designedin accordance with SEI/ASCE 8-02 Specification for the Design of Cold-FormedStainless Steel Structural Members. The system exceeds the requirements of ASTME2385-04 Standard Specification for the Performance of Glass in Permanent GlassRailing Systems, Guards, and Balustrades.

Edward Robison, P.E.

EDWARD C. ROBISON, PE10012 Creviston Dr NWGig Harbor, WA 98329

253-858-0855/Fax 253-858-0856 [email protected]

CONTENTS:Item PageSignature Typical Installations 3Load Cases 4Glass Strength 5Taper-Loc® System Typical Installation 6Taper-Loc® System 7 - 9

Item PageGlass Tests 9L21S Base shoe 10 - 12HSL-3 Concrete anchor 12 - 15Cap Rail Connector Sleeves, Corners 16Cap Rail LR20 (51mm) 17Cap Rail LR25 (63.5mm) 18Stabilizing end caps 19

Refer to GRS Engineering Report for grab rail mounting.

edwardrobison

Text Box

Signed 06/24/2010

C.R. Laurence Taper-Loc-Laminated System 21.5mm Laminated Glass Guards

revised 06/24/2010 3 of 19

Typical Installations:

Surface mounted to steel with anchors @ 300mm o.c.:Commercial and Industrial Applications:Rail Height 1,100mm above finish floor.14mm cap screw to steelBase Shoe Allowable uniform load Load @ top of glassBottom mounted 6.76kN/m2 3.72kN/mSide mounted 7.47kN/m2 4.56kN/mMay be limited by glass stress

12mm HSL anchors to concrete @ 300mm o.c.Rail Height 1,100mm above finish floor.Base Shoe Allowable uniform load Load @ top of glassBottom mounted 3.89kN/m2 2.14kN/mSide mounted 4.3kN/m2 2.50kN/m

Embedded base shoe:All base shoes: Glass strength controls for all cases

ALLOWABLE LOADS ON GLASSSafety factor = 4.0

Rail Height 1,100mm above finish floor.Glass thickness Allowable uniform load Load @ top of glass 21.5mm 5.129 kN/m2 2.5kN/m

Maximum glass height above top of base shoe for 3kN/m top rail load:H = 800mm based on glass.

Maximum glass height above top of base shoe for 1.5kN/m top rail load:H = 1,610mm based on glass.


revised 06/24/2010 4 of 19

LOAD CASES:Dead load =

0.026kN/m top rail 0.139kN/m base shoe

Loading:Horizontal load to base shoe1.5kN/m2*H or W*HBalustrade momentsMi = 1.5kN/m2*H2/2 orMw = 1.5kN/m2* H2/2

For top rail loads:Mc = 1.5kN*HMu = 1.5kN/m*H

Two options for glass thickness:21.5mm laminated glass (2*10mm + 1.5mm interlayer),weight = 0.469kN/m2

For 1,100mm rail height:h = 1100-121mm = 979mm

Base shoe anchorage:Typical rail section: 1,100mm highMp = 1.1m*P kN; P = concentrated load on top railMt = 1.1m*U kN/m; U = uniform load along top railMw = 1.12m/2*W kN/m2; W = Wind load on uniform loadon glass


revised 06/24/2010 5 of 19

GLASS STRENGTHAll glass is toughened (fully tempered glass) laminated conforming to the specificationsof BS6206:1981, BS6262 and BS6262-4. The minimum Modulus of Rupture Fr is 165.5MPa. The actual Fr for the tempered glass is 165.5 MPa to 179.3 MPa.E = 71,705 MPa = 71.7 x109 N/m2

Allowable glass bending stress: 165.5 MPa/4 = 41.375 MPa. – Tension stress calculated.For laminated glass with short duration loads the effective glass thickness, t, is two timesthe glass ply thickness:

t = 2*10mm = 20mm for 21.5mm laminated glassBending strength of glass for the given thickness:

I = 1,000mm* (t)2 = 83.3* (t)2 mm3/m 12

S = 1,000mm* (t)2 = 166.7* (t)2 mm3/m 6For 21.5mm laminated glass (use glass thickness only)

I = 83.3*(20)3 = 666,400 mm4/mS = 166.7*(20)2 = 66,680 mm3/m

Mallowable = 41.375 MPa*66,680mm3/m/109 = 2.759 kN-m/m

For cantilevered elements basic beam theory for cantilevered beams is used. Mw = W*L2/2 for uniform load W and span L or Mp = P*L for concentrated load P and span L,Need to check deflection:

Δ = wl4/(8EI) orΔ = Pl3/(3EI)Δall ≤ l/65 = 1100/65 = 16.9mm ≤ 25 mm

Determine maximum allowable loads on 21.5 mm glass:From stress: Top load = (2,759Nm/m)/(0.973m) = 2.836 kN per meter

Glass uniform load = 2*(2,759Nm/m)/(0.979m)2 = 5.828 kN/m2

From deflectionsInfill ω = 16.9mm*(8*71.7x109N/m2*666,400mm4/m)/(979mm)4= 7.166kN/m2

Top P = 16.9mm*(3*71.7x109N/m2*666,400mm4/m)/(979mm)3= 2.614kN/m

Note: For the taper-loc system installed without wet glazing glass bending stresses do notrequire adjustment for the point support effect of the taper-loc system. This is based onmultiple FEA models and observed behavior in full scale tests. Shear stresses shall beadjusted as shown later in this report.


revised 06/24/2010 6 of 19

Taper-Loc-Laminated™ System Typical Installation

21.5mm Fully Tempered Laminated Glass and typical clear glass height = 979mm(1100mm rail height):Edge Distance: 51mm ≤ A ≤ 219mmCenter to center spacing: 178mm ≤ B ≤ 356mm ;

Panel Width/Required quantity of Taper-Loc Plates:152 to 356mm (6” to 14”) 1 TL Plate356 to 711 mm (14” to 28") 2 TL Plates711 to 1,067 mm (28" to 42") 3 TL Plates1,067 to 1,422 mm (42" to 56") 4 TL Plates1,422 to 1,778 mm (56" to 70”) 5 TL Plates1,778 to 2,134 mm (70" to 84") 6 TL Plates

Minimum Glass Lite Width =152mm when top rail/guardrail is continuous, weldedcorners or attached to additional supports at rail ends.

NOTES:1. For glass light heights over 1,000mm Amax and Bmax shall be reduced proportionally.

Amax = 219*(1,000/h)mm;Bmax = 356*(1,000/h)mm;

2. For glass light heights under 1,000mm Amax and Bmax shall not be increased.3. Amin and Bmin are for ease of installation and can be further reduced as long as properinstallation is achieved.

Amax and Bmax shall be reduced proportionally for heights over 1,000mm.


revised 06/24/2010 7 of 19

CRL TAPER-LOC-LaminatedTM SYSTEM

Glass is clamped inside the aluminum base shoe by the Taper-Loc Shoe Setting Plate (Lshaped piece on the back side) and multiple piece Taper-Loc Shim Plates (front side).The glass is locked in place by the compressive forces created by the Taper-Loc shimplates being compressed together by the installation tool. Use of the calibratedinstallation tool assures that the proper compressive forces are developed. Until the shimplates are fully installed the glass may be moved within the base shoe for adjustment.

Glass may be extracted by reversing theinstallation tool to extract tapers.

The Taper-Loc setting plate is bonded to the glassby adhesive tape to hold it in place duringinstallation and to improve glass retention in thebase shoe.

Surface area of the setting plate adhered to the glass:A = 71.3mm*92.7mm = 6,610mm2

adhesive shear strength ≥ 551.6 kN/m2 (80 psi)

3MTM VHB TapeZ = 6,610mm2*551.6 kN/m2= 3.646kN

Setting plates lock into placein the base shoe by frictioncreated by the compressiongenerated when the shimplates are locked into place.

Installation force:Tdes = 28.2Nm (250#”)design installation torqueTmax = 33.9Nm (300#”) maximum installation torqueCompressive force generated by the installation torque:C = (0.2*28.2Nm/25.4mm)/sin(1.76˚)C = 7.24kN (1,628#)

Frictional force of shims and setting plate against aluminum base shoe:coefficient of friction, µ= 0.65f = 2*(7.24kN*0.65) = 9.37kN

Frictional force of shims against glass:µ = 0.20f = 7.24kN*0.20 = 1.448kN

Resistance to glass pull out:


revised 06/24/2010 8 of 19

U = (3.646kN+2*1.448kN)/3 = 2.18kN

Safety factor for 890N (200#) pullout resistance = 2*2.18/0.89 = 4.90Minimum recommended installation torque:4/4.9*28.2Nm = 23.0Nm

Extraction force required to remove tapers after installation at design torque:T = 28.2Nm*(0.7/0.2) = 98.7Nm

Glass anchorage against overturning:Determine reactions of Taper-Loc plates on the glass:Assuming elastic bearing on the nylon parts the reactions will have centroids atapproximately 1/6*71.3mm from the upper and lower edgesof the bearing surfaces:RCU @ 1/6*71.3mm = 11.88mm

From ∑M about RCU = 00 = M+V*(11.88mm+24.3mm) - RCB *59.4mmWhere M = V*1,100mmsubstitute and simplify:0 = V*1136.18mm - RCB*59.4mmSolving for - RCB

RCB = V*1136.18mm/59.4mm = 19.13VFor CB = 20.68MPa (3,000 psi):RCB = 92.7mm*(71.3mm/2)*20.68MPa/2 = 34.17kNVa = 34.17kN/19.13 = 1.786kNMa = RCB*(2/3*59.4mm) = 1.353kNm eachRCU = RCB +V = 34.17kN+1.786kN = 35.956kN

At maximum allowable moment determine bending in baseshoe legs:

Ms = RCU *5/6*71.3mm=Ms = 35.926kN*71.3mm = 2.562kN-m

Base shoe tributary length of leg that resists bending from load:L = 92.7mm+8*19mm+2*(100.4mm) = 445.5mm > 360mm. The maximum allowablespacing = 360mm represents the maximum spacing condition.

Strength of leg 360mm length = 5.185kN-m/m*0.36m = 1.867kN-m controls

Adjustment to allowable load based on base shoe strength:Ma = 1.8670kN-m*(1m/S)

Allowable Moment per lineal meter of glass rail:Ma = 1.867kN-m*(1000mm/0.36m = 5.186kN-m Base shoe strength will not control.


revised 06/24/2010 9 of 19

GLASS STRESS ADJUSTMENTS FOR THE TAPER-LOC SYSTEMThe Taper-Loc System provides a concentrated support:Stress concentration factor on glass based on maximum 356mm glass width to eachTaper-Loc set.

Shear concentration factor:CV = 356/89*(2-89/356) = 7.0FVa = 20.68MPa (3,000 psi)maximum allowable shear stress

Since shear load in all scenarios isunder 10% of allowable it can be ignored in determining allowable bending since it hasless than 1% impact on allowable bending loads or rail heights.

GLASS TESTS:Full scale tests were performed by Fenestration Testing Laboratory, Inc. in May 2010.The tests demonstrated that the system will pass the Large Missile Impact Test asspecified in ASTM E1886-05. Glass breakage may occur but the balustrade remains inplace with sufficient residual strength to support the top rail live loads.


revised 06/24/2010 10 of 19

L21S 121mm x 81mm GLASS BALUSTRADE BASE SHOEFOR 21.5mm LAMINATED GLASS

6063-T52 Aluminum extrusion

Fully tempered glass glazed in place withTaper-Loc-Laminated™system.

Shoe strength – Vertical legs:Glass reaction by bearing on legs to formcouple. Allowable moment on legs:Ma = Sl*Ft or FcFt = Fc = 86.18MPa (12.5 ksi) (ADM Table 2-23, Sec3.4.4)Sl = 1000mm*(19mm)2/6= 60,167mm3

Ma = 60,167mm3*86.18MPa = 5.185kNm/mAllowable moment limited by glass strength.Leg shear strength @ bottomtmin = 19mm (0.75”)Fv= 58.6 MPa 8.5 ksi (ADM Table 2-24, Sec 3.4.20)Vall = 19mm*1,000*58.6 MPa = 1,113kN/m

Base shoe anchorage:Typical rail section: 1,100mm highMp = 1.1m*P kN; P = concentrated load on top railMt = 1.1m*U kN/m;

U = uniform load along top railMw = 1.12m/2*W kN/m2;W = Wind load on uniform load on glass

Typical Anchor load – 300mm o.c. –Ta = (MNm/m)*.30m/0.040m = 7.5*M (N)

M14 DIN 933-A2 304 SS hex bolt to tapped steelAts = 115.44mm2

Tn = Asn*tc*0.6*Ftuwhere tc = 6.7mm ; Asn =31.10mm andFtu = 400MPa (58 ksi) (A36 steel plate)

Plate thread stripping: Tn =31.1mm*6.7mm*0.6*400MPa = 50.0kN for screw thread stripping: Ass = 28.27mm and Ftu = 689.5MPaTn =28.27mm*6.7mm*0.6*689.5MPa = 78.37kNBolt tension strength = 689.5MPa*115.44mm2= 79.6kN bolt strength controlsrequired plate thickness = 78.37/50*6.7mm = 10.5mmMaximum service load: 0.75*79.6kN/1.6 = 37.3kN


revised 06/24/2010 11 of 19

Check bottom tear through at anchor:For inset bolt M14tmin = 7.25mm thickness under bolt headd = 28mm diameter of bolt head washerøRnv = Fsu*(Av)Av = t*d*π = 7.25mm*π*28mm = 637.7mm2

øRnv = 0.85*90MPa*(637.7mm2) = 48.78kNTs = 48.78kN/1.6 = 30.5kN Controls bolt service load

Maximum allowable moment for 300mm on center spacing and direct bearing of baseshoe on steel:Ma = 30.5kN*[40.5mm-0.5*30.5kN/(206.8MPa*300mm)]= 1.228kN-m per anchorM/m = 1.228Nm*1/.3 = 4.093kN-m/m Glass stress may control

ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 4.093kN-m/m/1.1m = 3.72kNUa = 4.093kN-m/m/1.1m = 3.72kN/mWa = 4.093kN-m/m/0.605m = 6.765kN/m2

May be limited by glass stressSide mounted base shoe:Verify Anchor Pull through:

Side mounted base shoe:Strength is the same for both base shoe sizes.Verify Anchor Pull through

For inset bolt:Service load for connection is the same as for thebottom mounted bolt case:

For standard installation, 1,100mm guard heightmeasured from top of base shoe:Moment calculated about bottom of base shoe,H = 1,100mm+121mm =1,221mmMp = 1.221m*P kN; P = concentrated load on top railMt = 1.221m*U kN/m; U = uniform load along top rail

Mw = 1.2212m/2*W = 0.745*W kN/m2;W = Wind load on uniform load on glass

Typical Anchor load – 300mm o.c. –Ta = (MNm/m)*.30m/0.055m = 5.455*M (N)for 1100mm rail height and 3kN/m top rail load:Treq = 3kN*1.221m*5.455 = 19.98kN < 30.5kN okay


revised 06/24/2010 12 of 19

Determine maximum service moment:Ma = 30.5N*[55mm-0.5*30.5kN/(205MPa*300mm)]= 1,670N-m per anchorM/m = 1,670N-m*1/.3 = 5,566N-m/m

ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHTPa = 5,566N-m/m /1.221m = 4.56kNUa = 5,566N-m /m /1.221m = 4.56kN/mWa = 5,566N-m /m /(0.5*1.2212m) = 7.47kN/m2

Will be limited by glass stress

Maximum rail height for 3kN/m top rail loads:H = (5,566N-m/m)/3kN/m = 1,855mmWill be limited by glass stress.


revised 06/24/2010 13 of 19

CHECK ALTERNATIVE ANCHORS FOR CONNECTION THROUGH BOTTOM:Check bottom tear through at anchor:For inset bolt M12Treq= 17.5kNdetermine minimum thickness of bottom of base shoe:Pnov = 17.5kN*3= 205MPa/√3*(Avmm2) = 52.5kNsolve for Av:Av =75000N/(205MPa/√3) =443.6mm2

Av = t*d*π = t*π*21mm =x mm2

solve for tmin = thicknessunder bolt head:t = Av/(dπ)d = 28mm diameter ofbolt header or washert = 633.7mm2/(28mmπ) =7.2mm

Standard ConcreteAnchor:Hilti HSL-3 Heavy DutySleeve Anchor Zinc–plated carbon steel.Try M12 size for requiredstrength.Design values from ESR-1545 Complies with ICC-AC193


revised 06/24/2010 14 of 19

Allowable tension load for f’c = 20.7 MPa (3,000 psi) concrete, cracked, case B:T = 17.5 kN (3,936#)Anchor spacing = 300mmEdge distance > 60mm

Will plot above and to right of line can usefull allowable tension load.


revised 06/24/2010 15 of 19

Ma = 17.5kN*[40.5mm-0.5*17.5kN/(206.8MPa*300mm)]= 0.706kN-m per anchorM/m = 706N-m*1/.3 = 2,354N-m/mFor bottom mounted to concrete using M12 Hilti HSL-3 Heavy Duty Sleeve Anchor willwork to anchor the base shoe to concrete in uncracked or cracked concrete with aminimum strength of 20.7 MPa (3,000 psi).

ALLOWABLE LOADS USING HILTI HSL-3 ANCHORS AT 300MM ONCENTER INTO CONCRETE

M12 anchor bottom mountedALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHT (overall with base shoe)Pa = 2,354N-m/m/1.1m = 2.14kN/m of glassUa = 2,354N-m/m/1.1m = 2.14kN/mWa = 2,354N-m/m/0.605m = 3,891kN/m2

Maximum height for 1.5kN/m top rail load:H = 2,345N-m/m/1.5kN/m = 1,563mm

M12 anchor side mounted (fascia)Ma = 17.5kN*[55mm-0.5*17.5kN/(205MPa*300mm)]= 960N-m per anchorM/m = 960N-m*1/.3 = 3.2kN-m/m

ALLOWABLE LOADS FOR 1,100 mm RAIL HEIGHT (above top of base shoe)Pa = 3,200kN-m/m /1.221m = 2.6kN/m of glassUa = 3,200N-m/m /1.221m = 2.6kN/mWa = 3,200N-m/m /0.745m = 4.295kN/m2

Maximum height for 1.5kN/m top rail load:H = 3,200N-m/m/1.5kN/m = 2,133mmH = √(2*3,200N-m/m/1.5kN/m) = 2,066mm (controls)


revised 06/24/2010 16 of 19

Cap RailsGuard applications require a top rail or handrail. The rail shall have adequate strength tosupport the live load concentrated or distributed load assuming the failure of one glasslite at the location of the loading.

Connector SleevesThe sleeves fit tight (radial compression required)inside the rail and are secured with adhesive. Thesleeve provides shear transfer between railsections, vertically and horizontally. The sleevescan be used to connect straight or curved railsections to corners and other rail sections.

Minimum shear strength of connectors:For stainless steel:

Fyv = 289.6MPa (42 ksi) t = 1.27mm, h = 74.9mm (for 51mm rail)

Vn = 0.95*(289.6MPa*1.27mm*120mm) = 41.9kNVs = øVn/1.6 = 0.85*41.9kN/1.6 = 22.3kN

Welded CornersConstructed from the standard rail sections. Corners are welded all around full thicknessof metal.

Load on corner is limited to shear andtension at corner.

Shear strength is same as the connectorsleeve (weld length is same as connectorperimeter)

Tension: = 1/0.6*V = 1.667VTss = 1.667*22.3kN = 37.17kN

Strength of the 63.5mm grab rail connections are similar and therefore okay by inference.


revised 06/24/2010 17 of 19

CRL LR20 SERIES 2” DIAMETER CAP RAIL (51mm)Used as the top rail on glass balustrade panel guardrails.Use with 21.5mm laminated glass balustrades

Area: 327.8 mm2

Ixx: 46,497 mm4

Iyy: 97,573 mm4

rxx: 11.91mmryy: 17.25mmCxx: 22.469mmCyy: 25.4mmSxx: 2,069.4 mm3

Syy: 3,841.5 mm3

t = 1.27mmAllowable stresses:For stainless steel options: design using SEI/ASCE 8-02From Table A1, Fy = 344.7MPa for 1/4 hard 304 stainless steel cold formed sheetFcr = π2kηE0 (eq 3.3.1.1-9)

12(1-µ2)(w/t)2

η = 0.49 (from table A8a)k = 3(Is/Ia)1/3+1<4.0 = 4.0 for circular shapeµ = 0.3E0 = 186,200 MPaFcr = π2*4.0*0.49∗186,200MPa = 419.8MPa but ≤ Fy

12(1-0.32)(35.6/1.27)2

Mn = SeFy = 2,069.4 mm3*344.7MPa = 713.3N-m Vertical loading 3,841.5 mm3*344.7MPa = 1,324N-m Horizontal load

Use load factor of 1.6 and resistance factor of 1.0 (round shape using section modulus)

Determine allowable rail loads (ignoring deflection) for a maximum span of 1.5mRail is continuous over multiple glass lights (M = wl2/10) Vertical → uniform → w= (713.3N-m• 10/(1.6*(1.5m)2)) = 1,981N/m

concentrated →P = 713.3N-m*5/(1.6*1.5m) = 1,486NMaximum length for 1.5kN/m or 1.5kN concentrated load (will control):

L1.5kN = 713.3N-m*5/(1.6*1,500N) = 1.486m

Horizontal → uniform → w= (1,324N-m• 10/(1.6*(1.5m)2)) = 3,678N/m concentrated →P = 1,324N-m*5/(1.6*1.5m) = 2,760N

This top rail is not suitable for the 3kN load case.


revised 06/24/2010 18 of 19

CRL LR25 SERIES 2-1/2” DIAMETER CAP RAIL (63.5mm)

Used as the top rail on glass balustrade panel guardrails

Use with 21.5mm glass balustrades

Area: 397.8 mm2

Ixx: 110,801 mm4

Iyy: 172,403 mm4

rxx: 16.69mmryy: 20.82mmCxx: 28.64mmCyy: 31.75mmSxx: 3,869 mm3

Syy: 5,430 mm3

t = 1.27mmAllowable stresses:For stainless steel options: design usingSEI/ASCE 8-02From Table A1, Fy = 344.7MPa for 1/4 hard 304 stainless steel cold formed sheetFcr = π2kηE0 (eq 3.3.1.1-9)

12(1-µ2)(w/t)2

η = 0.49 (from table A8a)k = 3(Is/Ia)1/3+1<4.0 = 4.0 for circular shapeµ = 0.3E0 = 186,200 MPaFcr = π2*4.0*0.49∗186,200MPa = 419.8MPa but ≤ Fy

12(1-0.32)(35.6/1.27)2

Mn = SeFy = 5,430mm3*344.7MPa = 1,872N-m Horizontal loading 3,869 mm3*344.7MPa = 1,334N-m Vertical load

Use load factor of 1.6 and resistance factor of 1.0 (round shape using section modulus)

Determine allowable rail loads(ignoring deflection) for a maximum span of 1.5mRail is continuous over multiple glass lights (M = wl2/10) Vertical → uniform → w= (1,334N-m• 10/(1.6*(1.5m)2)) = 3,706N/m

concentrated →P = 1,334N-m*5/(1.6*1.5m) = 2,779NMaximum length for 3.0kN/m or 3.0kN concentrated load (will control):

L1.5kN = 1,334N-m*5/(1.6*3,000N) = 1.390m

Horizontal → uniform → w= (1,872N-m• 10/(1.6*(1.5m)2)) = 5,200N/m concentrated →P = 1,872N-m*5/(1.6*1.5m) = 3,900N


revised 06/24/2010 19 of 19

Stabilizing End CapUsed to attach cap rail to wall or post to provideone anchor point.

End cap sized to match rail:Maximum load to End Cap:P = Full concentrated load orFor distributed load P = U*L/2 (from broken end lite) whereU = distributed load and L = lite lengthCap thickness is 3.175mmAnchor size is 6mmBearing pressure on end cap:FB = P/(6*3.175) =P/19.05mm2

Allowable bearing stresses for all material types used:304 SS = 2*0.65*517.1MPa/1.6 = 420.1MPa6063 T6 AL = 213.7MPaBrass = 2*0.65*296.5/1.6 = 240.9MPa

Maximum allowable load based on anchor bearing:Pmax = 19.05*213.7MPa = 4kN

Anchor strength will control most applications:Anchor to be designed for P as calculated above.

24 june 2010 architectural railing division los angeles ... · 24 june 2010 architectural railing...

Documents